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Home My WebLink About25 GREENVIEW DR; ; CB132552; Permit0 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 11-01-2013 Miscellaneous Permit Permit No: CB132552 Build.ihg' Inspection Request Line (760) 602-2725 Job Address: 25 GREENVIEw bR CBAD Permit Type: MISC Subtype: REPAIR Status: ISSUED Parcel No:' 2152314600 Lot #: 0 Applied: 10/17/2013 Valuation: .$0.00, Entered By: JIMA Reference Plan Approved: 11/0112013 PC#: Issued: 11/01/2013 Inspect Area: Project Title: BALOGH: INSTALLATION OF 15 PIERS FOR SLAB REPAIR Applicant: Owner: SABER /BALOGH FAMILY, PARTNERSHIP 18345 PASADENA ST ~777 ARTHUR GODFREY RD #400 LAKE ELSINORE CA 92530-276,/.6/ MIAMrBEACH,FL 331 , Q 800-922-2988 Miscelaneous Fee #1 PLAN CHECK ~$250.00 Miscelaneous Fee #2 IN I SPECTION '$65.00 Additional Fees $0.00~ ,$315.00 TOTAL PERMIT FEE 315. Total Fees: $ , `00~~ 1~otal Payrnents;T' $315 ZOO Bala'n~ce D 6e': $0.00 I,NCORPORATED 1952 r FINALA, PRO ~ "Op~ Ul IU CA I CA H NOTICE: Pie ase takePOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FLIRTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any I fees/exactions of which you have previously been given a NOTICE simila~ to this, or as to which the statute of limitations has Previously otherwise expired. I .: I THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: F—IPLANNING ED ENGINEERING F-1 BUILDING 0 FIRE HEALTH 0 HAZMAT/APCD Building Permit Appliccition Plan Check No. Est. Value > 1635 Faraday Ave., Carlsbad, CA 92008 X! 0 CITY O.F Ph: 760-602-2719 Fax: 76MO2-8558 Plan Ck. Deposit CARLS F3 A email: building@carlsbadca.gov Date ISWPPP D/-%D www.carisbadca.gov JOB ADRJ&S~ Z S MW VY16W C-44A A 4 AA 4A SUITE#/SPACE#/UNrr# z al --sg CT/PROJECT# 1LOT. PHASE # #OFUNI # BEDROOMS I BATH!10~7MNT BUSINESS NAME OCC. GROUP DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) P EXISTING USE &OW4,04. lie 0 * PROPOSED USE tow 7 ARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE YES* NOF]l AIR CONDITIONING YESJMNO[:]l IFIRESPRINKLERS YESF]NOIN APP %(Primary Contact)' , JfA &M 4 VIM APPLICANT NAME (Secondary Contact) AM ADDRESS fV C'Z . ?"TATE P CITY STATE ZIP PH FAX PHONE EMA_ /*-e7U JANRCA1041I.- ev dy EMAIL PROPQW 0 Ego NAME of AA COZ~~ NAME --~ovTvl wA6-r Anp-i xj~~- ADDRESS 'WIN TM44M94AATA0W0A,e-d dY A A~D ESS AVA % CA 4 ATE , ZIP I AfA44 41 E P 7w avmvroze 57lac, L PHO~J,e2!Z, 07~ 7% 1 FAX T PRO &57g) FJW A E AIL ,00 A ARC "DESIGNER NAME& ADDRESS sy *040M.1 STATE LIC. # #6 STV ~Uc.# BF A39L CITY BUS. Uc.# ,~t -6-7( o 1. (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct a tter. improve. demolish or repair egirior to its issuance. also reggi es the ,t:n applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law fChal r ~ . s=r e ng with Section 7000 of Divis!on 3 of the Business and Professions Code) or that he is exem~t~he,,)efrom. and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicantto a civil penalty of not more than five hundred dollars I 00003000 (300POG9012VOGO Workers' Compensation Declaration: I hereby affm under penalty ofpeluiy one of the following declarations., have and will maintain a certificate of consent to self4nsure for workers' compensation as provided by Section 3700 of the Labor Code. for the performance of the work for which this permit is issued. have and will maintain workers' compensation, as required bv Section 3700 of the Labor Code. for the performance of the work for which this Dermit is issued. My workers' compensal, carrier and policy *w4c --., I number are: Insurance CoqWWA4r Aw ge Policy No.c Expiration Date This section need not be completed if the permit is for one hundred dollars ($100) or less. n Certificate of Exemption: I certify that in the performance ofthe work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secureYo:rs'poompensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), In addition to the cost of compensatio, mv, 06 of the Labor code, interest and attorney's fees. R~ CONTRACTOR MGNATURE M~~ SrAGENT DATE 140121,113 00101mooCIDGE) "Ousaaawoeal I hereby affirm that I am exempt from Contractor's License Law for the following reason., F-1 1, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Profiessions Code: The Contractors Ucense Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one yew of completion, the owner-builder will have the burden of proving that he dd not build or improve for the purpose of sale). 1. as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contfactor(s) licensed pursuant to the Contractors License Law). I am exempt under Section usiness and Professions Code for this reason: 1. 1 personally plan to provide the major labor and materials for construction of the proposed property improvement. [:]Yes [:]No 2 1 (have / have not) signed an application for a building permit for the proposed work. 1 have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): 1 plan to provide portions of the work, but I have hired the following person to c=cInale, supervise and provide the major work (include name / address / phone cordraclors~ license number): 1 will provide some of the work, but I have contracted (hired) the following persons to provide the work inclicaled (include name / address I phone I type of work): A!5PROPERTY OWNER SIGNATURE.- E]AGENT DATE e (300G)GOUG U0010 DOGNOM 000 G3(E)G3Q1Di3000GWQi24'7 Q 012)0~~ 01300000,"ftag Is the appliCard or fulumbuilcing occupant required to submit a business plan, acutely hazardous materials registration form or risk management and preventionprogram under Sections 25W5, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes ONo ~ s the applicant or future buildng occupant required to obtain a permit tan the air pollulion control district or air quality management dstrict? 0 Yes 13 No s the facility to be construcled within 1,000 W of the outer boundary of a school site? C3 Yes 0 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS METOR IS MEETING THE REQUIREMENTS OF THE OFFICE OF '~MERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency f6r the perform-an6o of the work this permit is issued (Sec. 3097 (i) Civil Code). Lencler's Name Lender's Address I car* that I haw read the application and statelMatthe above Infarmallm Is correct and Mthe Infonnatlon on Ithe plans Is awffate. I agree W camply with all City ordinances and State laws relating b) building con&ucUon. I hereby auftme representative ofthe City of CffW)ad to enter upon the above mentioned property for nspecfim purposes. I ALSO AGREE TO SAVE~ INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, IUDGMENTS, COSTS AND E)(PENSES WHCH MAY IN ANYWAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTlNG OF THIS PERMIT. k OSHA- An OSHA permit is required for excavations over SO'deep and demolition or construction (if structLires over 3 staies in heighL - EXPIRATIOR. Every permit issued by the Building Official under the provisions of this Code shall wpire by limhfiDn and become null and void if the bu5ft or wk authorized by such permit is not commenced v&in .180 days from the date ofsuch permit or I the ing or work mdaized by such permit r. suspended or abandoned at any time after the wk is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). eA~131,116'Aitrs S-IGNATURE DATE Ins"Pection. List Pe rmit#: CB132552 Type: MISC REPAIR BALOGH: INSTALLATION OF 15 PIERS FOR SLAB R Date Inspection Ite'rn Inspector Act Comments 11/12/2013 19 Final Structural RI 11/07/2013 19 Final Structural PD AP 11/05/2013 11 Ftg/Foundation/Piers Rl 11/05/2013 11 Ftg/Fou'ndation/Piers PD AP A Friday, November 08, 2013, Page 1 of 1 ....... .. .. HELFRICH-ASSOCIATES ENGINEERING AND CONSTRUCTION CONSULTING J 'November 5, 2013 Pete Zoschak Saber Concrete & Foundation Leveling Solutions '~-mail: pete@sabeiremall.com' SUBJECT: COMPLETION REPORT Foundation Stabilization '25 Greenview Drive -Carlsbad, CA Project No. 130828 The foundation stabilization project at 25 Greenview Drive has been completed, based on my review of the pier Installation logs and your construction records. Fifteen piers were Installed beneath the affected parts of the home. Based upon my review of the field log pier driving pressure and stabilization/lifting pressure, all piers were installed to the specified design criteria. The piers were installed to depths ranging from about 22 feet to 34 feet, with final installation pressures ranging between 3200, psi and 4200 psi. The final depths and pressures are acceptable, because the piers reached soil that could support the structure loads. The-project was completed satisfactorily and within the design specifications, and it is the. professional opinion of the undersigned that stabilization of the affected part of the -house has been achieved. at portunity to assist you in this matter. Please call If you have any I apprecl e the op' questions. Very truly yours, Helfrich-Associates, Inc. .001fESS1 C) CEOM9 rn v) NO. 040M rn civ A Steven C. Helfrich, P.E., G.E. 44- 14 30640 Kristin Court, Redlandi, CA 92373 - 909-389-7316 - Fax 909-389-7326 - www.heffrich-associates.com EsGil Corporation In Tartnership with Governmentfor Bui(ding Safety DATE: 10/29/2013 LI.ARRLICANT LI'JURIS. JORISDICTION: City pf Carlsbad ED] LAN REVIEWER L) FILE PLAN CHECK NO.: 13-2552 SET: I .-PROJECT ADDRESS: 25 Greenview Drive ";,...'PROjECT NAME: Baloga, Residence Foundation Repair Transmitted herewith are plans for proposed foundation repairs, to attempt to mitigate continued settlement,of the existing foundation and to further prevent resulting structural damage. Es~gil,Corporation cannot offer any -guarantees that the proposed system will resolve the present problems, nor sho6ld the City offer such representation. However, acceptance of the proposed remedies may result.in an enhanced foundation support system from the current situation. tfie time of permit issuance, the following should be noted on the plans: "Prior to the City building .~"At i-nspector approving final inspection, the responsible design professional shall notify the building official, in writing, that the proposed foundation repairs have been installed in accordance with the -design".' 4.-8ince-rel' Y. ESGIL/eqRRORATION By: A 9320 Chesapeake Drive, Suite 208 San Diego, California 92123 (858) 560-1468 Fax (858) 560-1576 [DO NO T PA Y — THIS IS NO T A N IN VOICE] 0 VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: 13-2552 PREPARED BY: David Yao DATE: 10/29/2013 BUILDING ADDRESS:~ 25 Greenview Drive BUILDING OCCUPANCY:* R3/U TYPE OiF CONSTRUCTION: VB BUILDING PORT, ION-~ AREA Sq . 'Ft . Valuation. Multiplier Reg. Mod. VALUE foundation repair Air Co-nditioning- Fire Sprinklers TOTAL'VALUE Jurisdiction Code cb 1113y ordinance I Bldg. -Pe'rmit Fee by Ordi $ '-'~Plan Check Fee by Ordinance jy~e, of R6view: E-1 'Com'plete Review Structural Only El Other F -1 Repetitive.Fee Repeats 2 Hrs. @ EsGill Fee $100.00 $200:001 baied on hourly rate tomments: Sheet 1 of 1 macvalue.doc + X-t 9320 Chesapeake Drive, Suite 208 San Diego, Califomia 92123 (858) 560-1468 Fax (858) 560-1576 V CITY OF .CARLSBAD Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca. E] Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadc a.go Remarks VENTION. . I -i1760-602-4610 . , 7607602-2750. E -4666 ,'766-*6602- Kathleen Lawrence Greg Ryan 760-602-2741 760-602-4663 gov Kathleen.Lawrence@carlsbadca.gov Gregory. Ryan@carisbadca.gov Linda Ontiveros F] Cindy Wong 760-602-2773 760-602-4662 v Linda.Ontiveros@carisbadca.gov Cynthia.Wong@carlsbadca.gov I F-1 Dominic Fieri El 760-602-4664 Dominic.Fieri@carlsbadca.gov This plan check review transmittal is to notify you of clearance by: LAND DEVELOPMENT ENGINEERING DIVISION Final lnsnectlon~ hv the Construction Insnection Division renuired. Yes F-1 No FX—! For status from a division not marked below, please call 76o-602-2719 This plan check.review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans. as required. 0 VA R1 1U I R1 f-% LANDZEVEL PPAENT ENG L A~ PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.ca.rlsbadca.gov DATE: 11/01/13 PROJECT NAME: Saber repair PROJECT ID: PLAN CHECK NO: CB1 325 5 2 SET#: ADDRESS: 25 Greenview Dr APN: 215-231-46 YALUATIOM, APPLICANT CONTACT: pe*te@saberemail.com .October 14, 20.13 E,.CCRD Cop Lynn B ' randt Saber Concrete & Foundation Leveling Solutions RECEIVED Subject: SOILS,RE . PORT; OCT 17 2013 Voluntar~ Foundation.Repairs CITY OF CARLSBAD Conti nentall'Fid6i ity, BUILDING DIVISION 25 Gr66rivie'w Drive,'. Carlsbad j CA.- 92009 Project No. 130828 This following ~epor*t - describes. results ' of our recent analyses of available data at the above iresidence1n Carlsbad. A site visit was made by the undersigned on September- 3"7"' 2013. A test. piei W ag installed at the, property on October 1, 2013. Scope of SeMceii r Our services, have been p* ovid d to assess and analyze the cause and extent of soil and. foundation Movem'ent,'and Wprepare recommendations for appropriate repairs to the- building. The scope of slervicespedormed4ci f-'t'his study includes: Visual observations of the house and surrounding conditions; Afl oo r 16 vel survey of the f 1 rst f loor of the building; R ' eview of gi test pier', installation; Efigifie.~ring ania lyses- and, preparation of this report; Preparation of,the aft6ched repair plans. 30640 KRISTIN COURT,'REDLANDS, CA 92 37'3 909-389-7316 909-389-7326 FAX SOILS REPORT Continental Fidelity 25 Greenview Drive Page No. 2 Our services were condii6ted in accordance with the standard of care typically practiced by reputable professionals, in this and, similar localities. We make no other warranties,. either expressed or imofl6d. Subsurface Investigation Subsurface exploration 6on'Msted of excavation of a pit to install the test pier bracket.- The test pier was plei !~,` ioiEaiid on the north side of the building. Installation pressures- at approximately 3 feet depth intervals are presented in Appendix A. This log shows that-: dense bearing material was encountered at a depth at about IS feet depth. -The soils- from the surface to a depth'of about IS feet, however, are not suitable for support of the home, and consist of compressible fill and native soils. Although no corrosive tests were perf ormed, corrosive soils are expected. Corrosivity of the soils, however, is not expected -to- adversely affect the performance of the proposed pier foundation system. FOUNDA77ON LEVELLING AND STABlidATION Steel Cased~Reslstant Plies: Steel Cased Resistant Plies, otherwise and herein referred- to as hydraulic Push Piers, cah7 be' used to stabilize and re-level the structure in the,' affected areas. Piers should b ' e installed to a depth sufficient to stabilize the foundations. This depth -is estiriiated-to be between at about IS to 20 feet, where the. - allowable bearin isUie,is- greater than 3000 pounds per square foot. The foundations' gp - re will then be lifted to as level as practicable. Push piers are not intended to resist'"' seism ic , or wind lateral I oads from ih6 soil or from the structure, and will not successfully~ resist lateral loading. The original lateral load-carrying ability of the foundation system is restored after the structure,is leveled by using flowable fill, sand-cement slurry, or approved alternatly ' e-to.restore soil support to the foundations. Void fill areas are shown on the attached plans. I . .- I - Because the soil support is restored ;fter placement of the piers (using the sand-cement slurry, or approved alternative), sustained loads on the piers are limited. Therefore; settlement of the piers under design loads will be within construction tolerances (less than :V2 inch'total, and, less t ' han 1/240 differential slope). The connections between the piers and the foundations are.therefore, only used during the lifting process, and are not designed or intended to transfer significant loads from the structure to the piers. The Push Pier System utilizes high-strdngth, round steel tube and a load transfer bracket (retrofit founditiori repair biFicket) to stabilize and/or lift sinking or settling foundations.' The foundatloh bracket-is secured against the existing footing and pier sections are driven hydraulically -through Ahe -foundation bracket and into the soil below using the structure weight as resistance., Nei sections are continuously driven until a suitable load bearing stratum is encountered. At that point, the structure either begins to lift or the target pressure/load is acliiei6d.'The weight of the structure is then transferred from the 30640 KRISTIN COURT, REDLANDS, CA 92373 9 909-389-7316 9 909-389-7326 FAX 0 WWW.HELFRICH-ASSOCIATES.COM. OES%, C. <;N- U.1 NO. 040046 SOILS REPORT Continental Fidelity 25 Greenview Drive Page; No. 3 unstable soil, to the foundation brackets, through the piers, and to firm load bearing soil' or bedrock. The pier tubes of a p4sh pier system are not located directly under the structure's. footing. Therefore, these systems are eccentrically loaded and in turn need to resist the, bending forces generated by this loading condition. Overall dimensions of a pier cross' section are typically less than four. inches in most applications. These sections are therefore very sensitive to the bending moments introduced by this eccentricity, thereby, reducing the capacity of thepier to carry axial load. Because the pier tubes are. confined by the earth, bending ~moments dissipate quickly into the surrounding soils. within the upper few feet. Conclusions and Recommendations Soils excavated in the test pit and the soils observed in the yard around the building are- compressible native and fill soils. We recommend that the foundations of the building be lifted to approximately level: Existing surface and roof drainage conditions should also' be improved, as described in Appendix B. Closure The recommended repairs are intended to stabilize and re-level the foundations in the affected parts of the building. Due to the nature of the subsurface conditions at the property, additional future -movement may occur. Areas of the property that have not been repaired may experience I movement in the future, although the extent of this movement is anticipated to be minor, provided good irrigation and drainage maintenance practices are followed. - We appreciate the opportunity to submit this report. Please call if you have any further questions.. Very truly yours, Helfrich-Ass.oci,ates, iric. Steven C. Helfrich, P.E., G.E. Encl.: Repair Drawings (3 sheets) Appendix A - Field Exploration Appendix B - Maintenance Recom m endations E Ss, CA 0 co NO. Gr-nlon 10Q 5- M '~39 Uj Exp.-IJ; M G ~A\ F C A:1~ 30640 KRISTIN COURT, REDLANDS, CA 92373 @ 909-389-7316 e 909-389-7326 FAX 0 WWW.HELFRICH-ASSOCIATES.COM 4000 3500. 0-3000 (A 2500 CL 2000 c 0 1500 m m 41 l000 500 o 0 5 10 15 20 25 Depth, ft +1 e- 30640 Kristin Court Date: Page Of Redands, CA 92373 909-389-7316 t5sociates Job:: Engineering and. faix 009-389-7326 www.heifrlch-aswclates.com Construction Consulting Project No. 'Determine the spacing of. lift points for raising foundations of both siongle and two-story structures. Case #1: Slab on Grade (one-story) Assume plain unreinforced concrete foundation - conservative W~ll Dead Lbads Applied to Foundation (12-inch section) Roof Framing (2x6 @ 16" o.c.) Frrf I OPSF Roof Sheathing (1/2-inch) Shtgrf:= l.5PSF Comp. Shingles (Roof + Re-r000 Shinglts:= 4PSF ~Vall Framing (2x4 @ 16" o.c.) Fr all:= 0.9PSF , Wall Sheathing (1/2-inch) Shtgwall:= 1.5PSF Aw Gyp. Board Wall (5/8-inch) Gypwa]i:=.3PSF Gyp',Board Ceiling (1 /2-inch) -Gypccil:= 2.5PSF 4 Floor Framing (2xl 0 @ 16" O.C.) Frflr:= 2APSF Flooir Sheathing (1/2-inch) §htgnr:= 1.5PSF WaIlDeadLoad DLI Frf + Sbigrf + Shingles + Fr Gypwall 7~- Gypceil.+ Frflr + Sht-flr wa 11 + Sht9wa(l + .2 DLj 27.3 lb ft 'Tributary Width - - TW:= 15ft Wall Dead Load I' ww lll DLI-TW .,AWal]l 4'09.51bft- ',Foundation Dead Load wf,,ndl := (15O.PCF)(12in)(12in) wfoudl = 1501bft7l d"Slab Dead Load w,l,bl (15OPCF)(4in)(12in) WIabl 501bfl7l'. Total Dead Load Applied wt] wwalll wfouddl + wsl.bl wtl 609.5]bft- Footing Height hfo,t:= 12in.- 0FE. 3;-. .,.,,Footing Width wf ot:= 12in V C. 4V ZZ Footing Area A:= (hf..t)-(.,fo.j) A I R2 4— 4 1 d~lizp stance 0 Extreme Fiber Di C 0.5(hf.t) C 0*611 FTI '046 NO. 040 'D (hf . t)4 4 *,_,~,Moment of Inertia 1:= 11= 1728 in IV jv~ 12 _S ection Modulus S:= I S 288 in 3 op C 2-inch reduction accounts for uneven excavation and for some loss of mixing water to the soil (ACI Equation 22-8) *Note (IbO.5)(in-1) added for dimensional analysis f IA C 30640 Kristin Court Redl : ands, CA 92373 -:,Associates 909-389-7316 fax 909-389-7326 Engineering and www.he.iftich-associates.com Construction Consulting 7_ Footing Bending Strength (12-inch section) Concret~'Compr&ssve Strength fc:= 2500psi S S.(lb M-n 5. _S Mn I 60001btl 0.65 7 Mul MU'l 39001bft. It Footing S . hear Strength (112-incl~ section) b.1 :-,wfoot hl h f oot,- 2in Vni:= — I -hl.(Ib 0")(in- 3 V,,, 80001b 0.65 Vul ~,Vnl Vul .5200 lb Maximum Hydraulic Jack Spacing, L 2 WI-LI MU .8 IVIU, F8 Mul WtI FL77.155 ft~ Check resulting shears wtl-(6ft) V ------ 2-~ Vl'=,] 82&5 ]b 40K ~se hydraulic lacks at 6--o"o.c.1 r (ACI Equation 22-2) 'Note (IbO.5)(in*') added for dimensional a nalysis Date: page—A2- of Job: No. I P If C k 30640 kristin Court Date: Page-3— Of Asso"ciates Redlands, CA 92373 909-389-7316 Engineering and' fax:909-389-7326 Job: 'Construction Consulting www.hilfrich-associates.com Project No. Determine the spacing of lift points for raising foundations of both slongle and-two-stary structures. Case.#2:'Slab on Grade (two-story) Assume plain unreinforced concrete foundation :conservati've v Wall Dead Loads Applied to Foundation (12-inch section) Roof Fir a.rning (24 @ 16', o.c.) Frrf := I OPSF ~R&f I eathing (1/2-inch) Shtgrf := I.SPSF Comp. Shingles (Roof + Re-rooq Shingles := 4PSF Wall'Framing (2x4 @ 16" o.c.)' Fr,all:= O.9PSF % Wall Sheathin g (1/2-inch) Shtg%A~a1l:= 1.5PSF -.Gyp. Board Wall (5/8-inch) Gypwall:=.3PSF -Gyp Board Ceiling (1/2-inch) Gypce il:= 2.5PSF 1ng(2x1O@16"o.c.) 4- Frflr:= 2APSF 12' .'%'.Floor Sheathing (1/2-inch) Shtgflr:= I.SPSF. Nall Dead Load,_ DL2:= Frf + Shtgf + Shingles + 2Fr,,Il + 2Shtgwa]i +.2Gyp,,Il + 20 Yoceil + 2Frfl, + 2Shtgfi .2 QL2 39.1 lbil Tributary Width -TW:" 15ft Wall Dead Load," wwal,2:= DL2 -'TW ww,112 586.5 lb ft . 'Foundation Dead Load wfoundV= (150PCF)(12in)(12in) wf,,,d2 =ASO lb ft Slab Dea~ Coad wslab2:= (150PCF)(4in) l2in) ' wsI,b2 = 5Olbft7l Total Dead Load Applied wt2:=wwa112 + wfo und2 + Wslab2 Wt2 786.5 lbft- Footing.Height hfoot:= 12in ;11~ Fooling Width 'wfoot:= 12in Fo oting Area A:'= (hf.0t)-(wf..t) A 2 Eitreme Fiber Distanace, I c o.S(hf.t) C 0.5ft (hf ..t )4 Moment of Inertia 12 4 I= 1728 in Section Modulus S 3 S 288in C e- 30640 Kristin Court Date: RedEands, CA 92373 909-389-7316 &.so~iates' Job: fax 909-389-7326 Engineeringand' WWW.helfrich-associates.com Construction ConsUlting I Proje 'tFooting Bending Strength (12-inch'section) concrete Compressve Strength. ire:= 2500psi t S2 S-(Ib Mn2:= 5;'Ffc-S2 Mn2 6000 lb,' ~:=A65 Mu2:= 0.'Mn2 Mu2 3900 lb'ft Footing S he~r Stren~th, 0 2-inLh sectionI -b2 Wfoot Ifoot 2in h2:= 0 2 -,V,,2:= ±-Vf,-b'-h2'(lbO")(in 3 V,,i 8000 lb 0.65 - 0 ~'i' Vu~:= O-Vn2 -Vu2 =5200lb Maximum Hydraulic Jack Spacind, L A. . 2 wt2-1-2 MU = 8 F8 - M.2 ~1~ L2 Wt2 FLT=-6.298 ft %.'6eck resulting shears wt2.(6ft) V2 2 V-).= 2359.5-lb OK Pse hydraulic jacks at 6'-0" o. Page Of No. (ACI Equation 22-2) *Note (10-5)(In-') added for.dimensionaf analysis 2-inch reduction accounts for uneven excavation and for some loss of mixing water to the soil (ACI Equation 22-8) *Note (IbO-5)(in-1) added for. dimensional analysis edf;lkick 30640 Kristin Court Associates Redlands, CA 92373 909-389-7316 Ensineeringand fax-909-389-7326 Construction Consulting www.h;lfrich-associates.com Case #3: Raised Foundation (one-story) Assume plain unreinforced concrete foundation - conservative. -Wall Dead Loads Applied to Foundation (12-inch section) Roof Framing (24 @ 16"o.c.) Frrf 1 OPSF .Roof Sheathing (1/2-inch) Shtgrf:= 1.5PSF Comp. Shingles (Roof + Re-roof) Shingles:= 4PSF 4~ X'.' 4 'kWall Framing (2x4 @ 16"o.c.) Fr,,11:= 0.9PSF Wall S heathing (1/Nnch) Shtgwall:= 1.5PSF Gyp. Board Wall (5/8-inch) Gyp all:= 3PSF Gyp Board Ceiling (1/2-inch) Gyp,,il:= 2.5PSF Floor Fra.ming '(2x1O@16"o-c-) Frfl,:= 2.40SF Floor Sheathing (1/2-inch) Shtgfl,,:= 1.5PSF Date: Page 5— of Job: No, all Dead Load. DL3 Frrf + Sttgf + Shingles + Frwall + Shtgwall + Gypwall + Gypc ij + Frjjr + ShtgfL, -2 DL3 27.3 Ib R Tributary Width TW I SR .',.W611 Dead Load wwa113:= DL3'TW WwaI13 = 409.5 lbft -1 Foundation Dimensions t:= 6in s:= 12in h:= 24in b:= 12in d:= 36in .Foundation Dead Load wfbund3:= (150PCF)(b.s + h-t) wfound3 = 3001bft-1 Total Dead Load Applied wt3:= wwaI13 + Wfoundl wt3 = 709.5 lbft Foundation Area., Ar:= (b.s + h-t) Ce~troid A,= 2 112 2 2 d t + s (b — t) y d- 2(b.s + h-t) y 21.in 4k r ;AIC 30640 krIstIn Court Date: Redlands, CA 92373 909-389-7316 Associates Job: fax 909-389-7326 EngineerIng and www.hi6ifrich-assoclaites.com 4Constructlon Consultlng Project No. j[t.Y3 Moment of Inertia T3 := Y)3 S)3 3 + b-(d - t)(d - y - 13 ..'*'Section Modulus,. S3 S3.= IS22.286m' 3 y F ooting Bending Strength (12-inch section) Concrete Compressve Strength fc:=.2500psi 05) 'S' 3 Si. (lb (in- 13 = 31968 in 4 .. Of ~'3 -2) Mn3 :=.5 IC (ACI Equation 22 *Note (10-5)(in-l) a dded for dimensional analysis. Mn3. 31714.286 lb ft 0.65 Mu3:' WO MO 20614.286 lb ft Footing Sheia Stren , 6t~ (12-inch' sect ion) b3 b' 2-inch reduction accounts for uneven excavation s - 2in and for some loss of mixing water to the soil, 4 ~Vn3 f,-b3.hj-(Ib"')(i~_ (ACI Equation 22;-8) 3 *Note (10-5)(in-') added fordirriensional analysis n3 5UUU 10. 0.65 V"j ~'VO Vu3'= 5200 lb Maximum Hydraulic Jack Spacing, L 2 wt3-L3 Mu3 7-, 8. [8FM7,,3 L3.:= JL3 15.246 WO Check resulting shears Wt3-(12ft) Y3 - V3 42571b P_)_( ~sehydiraulic lacks at 12'.0- O.c.] 2 04 30640'Kristin Court Date: ~Phge_l__ Of "Associates .09 Redlands, CA 92373 9 -389-7316 Job: fax:909-389-7326 Engineering and www.helfrich-associates.com Construction Consulting Project No. -.Case #4 Raised Foundation (two-story) Assume plain unreinforced concrete foundation - conservative Wall Dead Loads Applied to Foundation (12-Inch section) Roof Framing (2x6 @ 16" o.c.) Frrf :='l OPSF Roof Sheathing (1/2-inch) Shtgrf := l.5PSF ,,Comp. Shingles (Roof + Re-rOOf) Shingles := 4PSF Wall Framing (2A @ 16"o.cw) Fr,,Il -= 0.9PSF Wall - Sheathing (1/2-inch) Shtgwill:=. 1.5PSF Gyp. Board Wall (5/8-inch) Gypwall':= 3PSF. :Gyp Board Ceiling (1/2-inch) Gyoccil:= 2.5PSF Floor Framing (2xl 0 @ 16" o.c.) Frflr:= 2.4PSF Floor Sheathing (1 /2-inch) Shtgflr:= I.SPSF Wall Dead Load DL4:= FTrf + Shigr~ + Shingles + 2Fr all + 2Shtg,ajj + 2Gypwall*+ 2Gyp,,il + 2Frflr + 2Shtgjj DL4 = 39.1 lb fC2 Tributary Width TW.:= 15ft 'Wall Dead Load ww,114:= DL4.TW Wwa114 = 586.5 Ib ft .3, Foundation Dimensions t:= 6in s:= 12in 7 7-f- h:= 24in b:= l2in d:= 36in Foundation'Dead Load wfoun&:= (150PCF)(b.s + h-t) wfounM = 3001bft Adr\ _X Total Dead Load Applied Wt4:= WwaH4 + Nound4 wt4 886.5 lb ft Foundation Ar~a A,:= (b.s + h-t). S 4. Centroid A 2 W 10 r 2 2 y:= d d +.s (b - t) 2(b.s + h-t) r y 21 in 14 30640 Kristin Court Daw: Redlands, CA 92373 Xso;nriatp-c, 909-389-7316 Job: Of Engineering and 7V7-.?07-IJGU www.htlfrfch-associates.com W . Construction Consulting Project No. Moment of Inertia I4::= 11t-y 3 + b.(d — y) 3 (b — t (d — y — s) 3] 3 . S4:= 14 S4= 1 3 -.Section Modulus' 522.286in Y Footing Bending Strength (12-inch section) Concrete Compressve Strength f,: 2500psi '.'',S'4:= S4-(lbO-')-(in11 14 —` 3 19 68 in 4 , M 4~f .S-4 -2) (ACI Equation 22 M *Note (IbO-5)(in-1) added for dimensional analysis Mn4 31714.286 lb ft 0:= 0.65, M, M 4 M Mu4 20614.286,lbft renqt~ (12-Inch section) Footing Shear St b4,:= b 2-Inch reduction accour~ts for uneven excavation h s — 2in 4, and for some loss of mixing water to the soil :,4 4 h4 .5)(i 1) (ACI Equation 22 -8) Vn4 —.Ffc.b4 lb' n 3- 'Note (IbO added for dimensional analysis Yn4 8000 lb'. 0.65 X'u4:= ~YM -V,4 5200 4-- Maximum Hydraulic Jack Spacing, L 2 L4 wt4 Mu4 8 k .4 L4~:= Wt4 JL4 13.639 ft Check resulting shears WWOOft) V4 4432.5 lb 2_K V4 ~Jse hydraulic jacks at 10'- 2 ;,t'ck .."Associates Engineering and Construction Consulting 30640 - Kristin Court Redlands, CA 92373 909-389-7316 fax,909-389-7326 www.helfrich-associates.com I Date: I Page of - I Job: No. A:—Tlr= PC L- 5"- CS I L I . . ............ COO/ Ooo -Tr 1~ 4. 311' Z, 7& A C- -Tr rpc, (IP //... 17. ~t - tk--~ v e vi~ le APPENDIX B - MAINTENANCE RECOMMENDATIONS The most important aspect- of property maintenance is proper control of surface drainage. Uncontiolled wate'r from broken pipes, improperly maintained irrigation systems, and.rainfall are the most prevalent causes of soil movement in California. The following recommended procedures -should be followed by the property owner to minimize this movement: Homes should be:provided with-roof drains, gutters, and downspouts, and these facilities should be checked'at least twice per year. Ali drainage devi ces'should be checked at least twice per year to ensure that they - are not blocke&- All ~ blockages should be cleared. Drains at the top of slop , 6s,should not allow water to overflow onto the slope. Terrace drains and brow dii bhes on slopes or at the tops of slopes are designed t6' carry runoff water to an appropriate discharge point. These drains should be checked at least twice per year, and cleaned of any accumulation of dirt and other~ P debris. Wai6r that backs' up in surface drains will overflow and seep into the slope, creating inst~bllity,. . Water should not,be-permitted-to collect or pond in yard areas. This water will either seep intoAhe-ground (loosening the soils) or will overflow onto the slope.- Once erosion is' started, it is difficult to control and sever damage can occur, - quickly. Loose soil or debris should'not be left on slopes. Loose soils soak up water more readily than compacted fill, and will often slide down slope. This material may" clog terrke drains, And may cause additional slope damage. Slopes should not be ovii-irrigated. Naturally, ground cover will require some moisture during the hot summer months, but during the wet season, irrigation can cause heavy ground cover'to move, which not only destroys the cover, but also. may begin sl ' ope surface erosion. Heavy ground cover can cause surface sloughing. when'- saturated due io the increased weight and weakening of the near surface- soil. Water should not-be allow4d to collect against foundations, retaining walls, or basement. wal Is. tThese walls are typically built to withstand the effects of normal soil.mdisture, and-may-require subsurface drains to collect and transfer excessive.. wate~a'wa~ from the sfri~uctures; Irrigation systems should'not be left running on or near a slope, particularly during the'rainy season. 30640 KRISTIN COURT, REDLANDS, CA 92373 909-389-7316 909-389-7326 FAX WWW.HELFRICH-ASSOCIATES.COM